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Home My WebLink About1992-03-30 Septic System Design ReportSYSTEM DESIGN FOR BRUCE BREN HOMES OF THE FANSLER RESIDENCE IN THE SE 1/4 OF SEC. 31-118-23 ORONO, MINNESOTA 3-30-92 In addition to the enclosed information, two septic tanks of 1250 and 1000 gallons 4z4it, needed for the 5 bedroom home, along with a pumping tank of A001 gallons. All construction traffic must be/kept off both the primary and the alternate septic sites. Grading must be done to divert some small drainage ways around the side of the mound area and to keep other runoff water away. All construction and materials must adhere to the provisions of the City of Orono. Sincerely, PERCOR, INC. AO-1 Mark S. Gronberg, PCA certified Fift/1G6Q �t'ErioF,�cE S Bfpi�vo�f� s F-15 PUMP SELECTION PROCEDURE Determine pump capacity: I. Minimum suggested is 600 gallons per hour (10 gpm) - to stay ahead of water use rate 2. Maximum suggested for delivery to a drop box of a home system is 2700 gallons per hour (45 gpm) to prevent buildup of pressure in drop box 3. Use value from design of pressure distribution system SELECTED PUMP CAPACITY . . . . . . . . . . . . . . . . Y8, 8 gpm 13. Determine head requirements: 1. Elevation difference between pump and point of discharge *feet 2. If pumping to a pressure distribution system, add 5 feet _ ,� for pressure required at manifold . . . . . . . . . . S feet 3. Friction loss -- --`- — a. Enter friction loss table with gpm and pipe diameter. Read friction loss in feet per 100 feet from page F-18. F. L. = /2..9, ft/100 ft b. Determine total pipe length from pump to discharge point. Acid 25 percent to pipe length for fitting loss, or use a fitting loss chart. Fquivalent p,pe length = 1.25 times pipe lenp.th = .1.25 x _ / / 9 feet C. Calculate total friction loss by r,ultiplyini; friction loss In ft/.too ft by equ•,valent pipe length. Total friction loss = �1. 9 FE/�c�x .��_ _ �9 �s ,� feet _ 4. Total head required is the tium of elevation difference. special head requirements, and total friction loss. 3 + S + �.s : 3 TOTAL HEAD . . . . . . . . . . . . . . . . . . . . . . �._ feet C. Pump selection y 1. A pump must be selected to deliver at least Yoe. a gpm with at least ,23. 3feet of total head. D. fo maximize pump life select sump size for 4 to 5 pump operations per day. F. Calculate drainback 1. Determine total pipe length, /J90 feet. 2. Determine liquid volume of pipe, ,j6p„3'g gallons per 100 feet. (See page 1;-18) 3. Multiply length by volume: Drainback quantity = T�4?40.^ feet x 4W.S4? gallons/100 ft f itallons 4. Suggested drainback quantity is 10 percent of pumped quantity. A larger drainback percentage will decrease pump station efficiency slightly but pumping energy costs are usually a relatively small part of the total household energy costs. d"*AeCF BifF.✓ 7so coo MOUND DESIGN PROCEDURE k.For Flows up to 1200 gpd) A. Sewage Flow Rate See D-7 or I-3, 4, or 5, or use metered value; Flow Rate = 750 gpd B. Septic Tank Liquid Volume (see C-3 or C-5) /250 gallons t ioo o C. Soil Characteristics 1. Depth to restricting layer such as seasonally saturated soil, bedrock, coarse soil, etc.; -?0 inches 2. Depth of percolation tests; /5 inches 3. Number of percolation test holes; holes 4. Ave. percolation rate; 7 / mp i 5. Landslope = S — 6 D. Rock Layer Dimensions- 1. Multiply gpd by 0.83 to obtain required area of rock layer; , 73'p gpd x 0. 83 - I!Csq f t 2. Select width of rock layer (10 feet or less) = feet 3. Length of rock layer - Area = Width 625 sq f t /O f t = 62.5 f t E. Rock Volume 1. Multiply rock area by rock depth to get cubic feet of rock; C2 S s q f t x p, 75 f t= J��c u f t 2. Divide cu ft by 27 cu ft/cu yd to get cubic yards; / j. $f 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 17.Y cu yds x 1.4 - ?,V 4/tons E-19 F. Pressure Distribution System 1. Select number of perforated laterals 6 2. Select perforation spacing f t 3. Select perforated lateral length; Not �f manifcld is at end of rock layer, lateral length is rock layer length less half a perforation spacing. If manifold is in center of rock layer, lateral length is one-half rock layer length less half a perforation spacing. Perforated lateral length = 29.75 f t. 4. Divide lateral length by perfor- ation spacing to get nu fiber of perforations per lateral feet . 3 feet = _�perfs Note: last perforation -^ust be in end cap, (see page 4) 5. Multiply perforations per lateral by number of laterals to get total number of perforations; ,L/—perfs/lat x 6 lats = e4C 6. Determine required flow rate by multiplying number of perforations by flow per perforation (see page E-17) 46 perEs x ,%YPpm/perf = ,jagpm Select minimum required lateral diameter from table on Page I:-17; enter table with perforation spacing, perforation diameter, and number of perforations per lateral. Select minimum diameter for perforated lateral / 1/y inches G. Basal Width 1. Percolation rate in top 12 inches of soil is 7. / mpi 2. Select allowable soil loading rate from table on page E-16; are O. 60 ppd/ft2 MOUND DESIGN PROCEDURE-untinued) (For Flows up to 1200 gpd) G.3. Calculate basal width ratio by dividing ro k layer loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1. 20 gpd/ f t2 - Q.Apd/f t2 = 2. 0 Check this value on page E-16. 4. Multiply basal width ratio by reek layer width to get required basal width; 2-0 x /0 ft -20 ft N. Downslope Dike Width 1. If landslope is 3% or more, subtract rock layer width from basal width to obtain minimum downslope dike toe width ZO ft - eft = eft 2. Calculate mound height at edge of rock layer on downslope side; a. Determine depth of clean sand fill at upslope edge of rock ��. layer: /. 0 feet b. Multiply rock layer width by landslope to determine drop in elevation; /0 x 6 % = 100 s0.6ft c. Add drop in elevation to depth of clean sand at upslope edge of rock layer to get depth of clean sand at downslope edge of rock layer. a.6 ft +"ft = 6 f t d. Add depth of clean sand -at down - slope edge to depth of rock layer to depth of soil backfill to get mound height at downslope ed a of rock layer; /.W°c /.Vft +/.Oft =.7.6ft e. Enter tcble on page E-18 with landslope and downslope dike ratio. Select dike multiplier f S.26 I/: / xewc E-20 11.2.f. Multiply dike multiplier by downslope mound height to get downslope dike width; 5.261 x 30 e =/?. 9 ft g. Compare the values of step 11.1 and step 11.2.f. Select the greater of the two values as the downslope dike width; /.Q 9 feet h. Calculate upslope dike width using upslope mound height and upslope dike multiplier 3f 6o� pate ip . 9 7 f t i. Total mound width is the sum of upslope dike width plus rock layer width plus downslope dike wid th ; 97ft + /O ft +/,?9ft=.?8.6ft 3. If landslope is 2.9 percent or less, basal width includes both the upslope and downslope dike widths. a. Calculate downslope dike width using; steps 11.2.a. through 11.2.f; feet b. Calculate upslope dike width using upslope mound height and dike multiplier from Page E-18; x ft = ft c. Add downslope dike width to upslope dike width to rock layer width to get total mound wid th; _ft + _ft + _ft = _ft d. Compare total mound width to required basal width from step G.4. If total mound width is greater than required basal width, use calculated dike widths. If required basal width is greater than Lotal mound width, increase downslope dike width. SYSTEM DESIGN FOR MLR CONSTRUCTION McCLOUD RESIDENCE in the SE 1/4 of SECTION 31-118-23 ORONO, MINNESOTA 10-9-90 Additional information follows for the installation of a pressure mound system. In addition to those requirements, two septic tanks of 2000 gallon capacity each are recommended along with a 1000 gallon pumping tank. All construction traffic must be kept off both the primary and the alternate septic sites. Grad-f'--� must be done to divert some small drainageways around the mou,..' area and to keep other runoff water away. All co,.-�truction and materials must adhere to the provisions of the C_ty of Orono. If any other information is needed, please contact me. Sincerely, PERCOR, INC. Mark S. Gronberg, PCA certified t / quo 00, TALLY OVERED Z'yi�094�, ip1 TO Al r.0 Al hik R R'✓ D� rf 7 -i3 -9O, AcofIt F _ .!70 ' E-2 --� than 5 minutes pei inch. The allowable percolation rates also depend upon the slope of the original ground surface. A table of these relationships is presented on page E-8. It should be r,cted that mound construction be- gins with the 12-inch layer of clean sar.d upon which the rock is placed. The design material presented in section E of this Manual suggests a possible "cookbook pproach and is intended to deal primarily with mounds or "berms" for sinbie family residences, or daily sewage flow rates of no more than 1,200 gallons. A flow of 1,200 gallons per day can be treated with a rock bed 10 feet wide by 100 feet long in a properly constructed mound or "berm." However, the proper hydraulic operation of a mound depends upon lateral as well as vertical seepage. While there is little doubt that rock beds wider than 10 feet will operate satisfactorily on some soils as far as flow hydraulics is concerned, a careful analysis must be made of the ground slope and soil permeability underlying the clean sand layer of the mound. A vertical separation of at least 3 feet is required between the bottom of the rock bed and any restricting layer in order to maintain aerobic condi- tions in the clean sand under the rock layer. (When consolidated imaermeable bedrock is present the vertical separation distance is 7 feet.) When aerobic conditions exist in the clean sand, the long-term acceptance rate will be 1.2 gallons Der day per square foot. If the depth to the restricting layer is inadequ::-; or the rock bed is too wide, anaerobic conditions may exist and cause a much slower acceptance rate. To evaluate the possibility of anaerobic conditions and the subsequent hydraulic failure is the major design problem when sizing mounds larger than those required for single family residences. Thus, the design criteria of section E cannot be simply multiplied by a scale factor and expected to properly treat larger flows. The hydraulics of lateral and vertical movement in the clean sand layer and the soil under the elevated rock bed must be carefully analyzed to ascertain that anaerobic conditions will not exist. Thus, both lateral and horizontal permeabilities of the ,under- lying soil layers must be utilized to analyze the flow regime to estimate the height of the saturated zone. Where heavy clay soils with slow permeabilities and'high seasonal saturated conditions generally exist over an area, it is far better to utilize mounds for one or two single family residences than to collect the effluent from many residences than attempt to dispose and treat it at a single location. The flow hydraulics in clay soils will require either large depths of fill, or underdrainage, or both, in order to design a proper sewage treatment system to prevent anaerobic conditions under the rock layer. As an example, a mound designed to treat 450 gallons per day may function very well under certain clay soil conditions, while a single mound serving 5 or 10 residences will fail hydraulically if constructed according to the same vertical separation specifications. Prop,•, construction practices for mounds are extremely important but when carefully followed will produce a sewage treatment system that will function effectively on a long-term basis. There are an estimated 5,000 single family mounds successfully treating sewage in Minnesota. Many Minnesota counties have found that properly designed and constructed mounds or "berms" am an effective method of sewage treatment and accept them as a standard system. /L/r ('coed /PFt�oFi�CE E-19 MOUND,DESIGN PROCEDURE (For Flows up to 1200 gpd) A. Sewage Flow Rate See D-7 or I-3, 4, or 5, or use metered value; Flow Rate = /Z00 gpd Ajfy. B. Septic Tank Liquid Volume (see C-3 or C-5) ZODO gallons C. Soil Characteristics 1. Depth to restricting layer such as seasonally saturated soil, bedrock, coarse soil, etc.; 20 inches 2. Depth of percolation tests; /S inches 3. Number of percolation test holes; C holes 4. Ave. percolation rate; 7. / mp i 5. Landslope = .S — 6 y D. Rock Laver Dimensions 1. Multiply gpd by 0.83 to obtain required area of rock layer; /1,i gpd x 0.83 = /O.;.Osq ft 2. Select width of rock layer (10 feet or less) = feet 3. Length of rock layer - Area = Width t !Z O sq f t= /0 ft _ /DO ft E. Rock Volume 1. Multiply rock area by rock depth to get cubic feet of rock; /000 sq f t x 0.75 f t= ZSO cu f t 2. Divide cu ft by 27 cu ft/cu yd to get cubic yards; 2 7. 8 3. Multiply cubic yards by 1.4 to get weight of rock in tons; L 7_j cu yds x 1.4 - ,?$. 4tons F. Pressure Distribution System 1. Select number of perforated laterals S 2. Select perforation spacing _ 3 ft 3. Select perforated lateral length; Note if manifold is at end of rock layer, lateral length is rock layer length less half a perforation spacing. If manifold is in center of rock layer, lateral length is one-half rock layer length less half a perforation spacing Perforated lateral length = YA, S ft. 4. Divide lateral length by perfor- ation spacing to get number of perforations per lateral So feet _ _Meet /% perfs Note: last perforation must be in end cap, (see page E-14) 5. Multiply perforations per lateral by number of laterals to get total number of perforations; /77_perfs/lat x 6 lats = 6. Determine required flow rate by multiplying number of perforations by flow per perforation (see page E-17) 1pperfs x .Vf gpm/perf =;N SSgpm 7:. Select minimum required lateral diameter from table on Page E-17; enter table with perforation spacing, perforation diameter, and number of perforations per lateral. Select minimum diameter for perforated lateral / 1�- inches 4-re 2 " G. Basal Width 1. Percolation rate in top 12 inches of soil is 7_ / mpi urtc 2. Select allowable soil.loading rate from table on page E-16; a.-,e 0.60 gpd/ft2 E-20 MOUND DESIGN PROCEDURE (Continued) (For Flows up to 1200 gpd) G.3. Calculate basal width ratio 11.2.f. Multiply dike multiplier by by dividing rock layer dou•ns.lop, mound height to get loading rate of 1.20 gpd/ft2 downslope dike width; by allowable soil loading S.2C x ,�,� _ /�. 9 f t rate; 1.20 gpd/f t2 - g9.Apd/ f t2 = 1. D g • Compare the values of step 11.1 and step 11.2.f. Select the Check this value on page E-16. greater of the two values as 4. Multiply basal width ratio by the downslope dike width; rock layer width to get / ,?. 9 feet required basal width; h Calculate upslope dike width 2- O x /O f t =_f t using upslope mound he-,ght and upslope dike multiplier H. Downs_i ope Dike Width and a e r•-18; 1..s X�=�Zft 1. If landslope is 3% or more, i. total mound width is the sum subtract rock layer width of upslope dike widtlil�lus rock from basal width to obtain layer width plus downslope dike minimum downslope dike toe width width; 20_ft - /p ft = /p ft 9.7ft + /D ft +/p9ft =.?86ft 2. Calculate mound height at edge 3. If landslope is 2.9 percent or of rock layer on downslope side; less, basal width includes both a. Determine depth of clean sand the upslope and downslope .'ike fill at upslope edge of rock widths. layer: /. O feet b. Multiply rock layer width by a. Calculate do%.nislope dike width landslope to determine drop using steps H.2.a. through in elevation; 11.2.E; feet x d % - 100 = l%.6 f t b. Calculate upslope dike width c. Add drop in elevation to depth using; upslope mound height and of clean sand at upslope edge dike multiplier from Page E-18; of rock layer to get depth of x ft = ft clean sand at downslope edge c. Add downslope dike width to of rock layer. upslope dike width to rock 0. b ft + /. Of t = 1.6 f t layer. width to get total mound d. Add depth of clean sand at down- width; slope edge to depth of rock ft + ft + ft ft layer to depth of soil backf ill — to get mound height at downslope d• Compare total mound width to ed e of rock layer; required basal width from step �.Yft +J."5ft +1.25ft =.7.6ft G.4. If total mound width is greater than required basal e. Enter table on page E-18 with width, use calculated dike landslope and downslope dike widths. If required basal ratio. Select dike multiplier width is greater than total of 6 y mound width, increase downslope dike width. �e- F-15 PUMP SELECTION PROCEDURE A. Determine pump capacity: 1. Minimum suggested is 600 gallons per hour (10 gpm) - to stay ahead of water use rate 2. Maximum suggested for delivery to a drop box of a home system is 2700 gallons per hour (45 .gpm) to prevent buildup of pressure in drop box 3. Use value from design of pressure distribution system SELECTED PUMP CAPACITY . . . . . . . . . . . . . . . . 7S, S gpm B. Determine head requirements: � �nl Find Vim! �-� e �� 6p gE I. Elevation difference between Rump and point ofdischarge 2. If pumping to a pressure distribution system, add 5 feet for pressure required at manifold . . . . . . . . . . feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Read friction loss in feet per 100 feet from page F-18. F. L. = 8, $8 ft/100 ft b. Determine total pipe length from pump to discharge point. Acid 25 percent to pipe length for fitting loss, or use a fitting loss chart. Equivalent pipe lcrgch = 1.25 time.,; pipe lenpch = .1.25 x f`et C. Calculate coral friction loss by multiplying; friction 10ti5 in ft/L00 ft by equivalent pine length. Total friction loss = .,58 f` -_ x � feet 4. Total head required is the sum of elevation difference, special head requirements, and total friction loss. + s + /o. 7 TOTAL HEAD . . . . . . . . . . . . . . . . . . . . . . /49. 7 feet C. Pump selection 1. A pump must be selected fo deliver at least 7S. S gpm with at least 7f. 7 feet of total head. D. To maximize pump life select sump size for 4 to 5 pump operations per day. V- Calculate drainback 1. Determine total pipe length, _ _ feet. 2. Determine liquid volume of pipe, / 7, y3 gallons per 100 feet. (See page r-18) 3. Multiply length by volume: Drainback quantity = f0.0 feet x / 7, 93 gallons/1-00 ft = 17. 32 gallons 4. Suggested drainback quantity is 10 percent of pumped quantity. A larger drainback percentage will decrease pump station efficiency slightly but pumping energy costs are usually a relatively small part of the total household energy costs. PUMP STATION RE("'IREMENTS J. MANIFOLD DISCHARGE ELEVATION . q�'1� FT J-1 ELEVATION AT PUMP SST, qqD FT J-2 DIFFERENCE (J-1 minus J-2) -[=T (ELEV. HEAD) K. DISCHARGE LINE LENGTH (PUMP -Tr -MANIFOLD) AFT `W DISCHARGE (BETWEEN PUMP r INCH ( 1.5" 0 2" typ ) AND MANIFOLD) FRICTION LOSS PER 100 FT OF PIPE: (FRICTION LOSS IN FT/100 FT, PVC)' BR'S GPM 1.5" PVC 2" PVC ?j 3 26.6 4.21 1.25 3+10% 28.8 4.87 1.44 4 x2 37.7;C Z 8.01 2.37 ;' = S � FT/100 FT O 4+10% 40.0 8.91 2.64 5 44.4 10.81 3.20 5+10% 53.3 --- 4.50 1.25 x OW x(2)/ 100 = HEAD LOSS DUE TO PIPE FRICTION 1.25 x 1&0 x g_�_ / 100 = OEI]FY► L. ADD 5.0 FT BY DEFINITION FOR LOSSES IN LATERALS/MANIFOLD TOTAL HEAD REQUIREMENT = 5.0 +i�V) + Y r- = 5.0 + + 0 • CO = 2-33 - (/ FT HEAD REQ' D MINIMUM REQUIRED PUMP RATING: GPM AT 2 FT TOTAL HEAD ******** ******** SIDE 2 T i . Determine Surface Area Width Rectangle = Area = L x W x = square feet Length ""1 Circle = Area = ic x (Radius)2 Wus 3.14 x x = square feet 14.3 a = 14 Other = Get Surface Area from Manufacturer cnuare feet Calculate Gallons Per Inch There are 8.34 gallons per cubic foot of volume, therefore you must multiply the area tunes the conversion factor and divide by 12 inches per foot to calculate gallons per inch Area x 8.34 -+ 12 x 8.34 + 12 = gallons / inch 3. Calculate Gallons to Covex Pump (with 2 inches of water covering pump) i(Height (in) + 2 inches) a gallons/inch ( +_x _ gallons Calculate Total Pumpout Volume VReserve Capadr; (Section D on page f-15) gallons Alum 5. Calculate Volume for Al-,-m (typically 2 3 inches) V Pump Gn ALDepth (in) x �alions/inch = gallons I To x = Pump Qff c. Calculate Reserve Capacity (75% the daily Pump Height Daily flow (see page D-7) x .75 = x .75 = gallons Calculate total gallons gallons over pump + gallons pumpout +gallonsarm + gallons reserve 1+4+5+6 + + + = gallons Total Depth (Total gallon divided by gallon per inch) Total Gallon+ gallon/inch -+- - inches Float Separation Distance (equal total pumpout volume) Total pumpout volume- gallons/inch - — inches Volume Lo of Soil Borings 11-18 T.ocation .or Project ----.— Borings made by RDate ? /2 Classification System: tASTID _ _; USDA-SCS -,eX- ; Unified other — ..'AuRer used (check. two): Hand , or Power Flight _, or Bucket : other Depch, Boring number: J__ Dppth, Boring numberin in feet Surface elevation feet Surface elevation •0 --- - --- -- n---t—r�— _.—_. -- BLACK C!l.IM 1 — Dk. C to r c a4 nn 2 -- 4 — 6 — End of boring at 9. 0 f.eec. Standing water table: Present at feet of depth, hours after boring. Not present in boring hole r• ?Bottled soil: Observed at ?. O feet of depth. Mot present in boring. hole — Observations and comments: End of boring at -?..5 feet. Standing water table: Present at feet of -depth, hours after horinr. Not present 'in bor.in. hole •Bottled soil: .)bscrved at 2,5 feet of depth. Not present in boring hole Observations and coirnontS: Logs of Soil Borings 1I-18 Location .or Pro ject _l.L.—_ Borinp.s made by �� -- Date % — / " 9 J — Classification System: AA5110 USDA-SCS _X_; Unified other — — `•.'°Auper used (check. two) : Hand )(, or Power Flight —, or Bucket other Depth, Borint; number'_ Dr-pth, Boring number . Feet in Surface elevation ' feet in Surface elevation B� cr c ora► --- V6WAI Cc/r cOAn, -. 7 - 4 — 5 — 7 --- . 8 — End of boring at 9.0 feet. Standing water table: Present at feet of depth, hours after boring. Not present in boring hole. e Mottled soil: Observed at feet of depth. Liot present in boring. hole _ Observations and comments: End of boring a;: feet. Standing water table: Present at feet of -depth, hours after boring. Not present An borins, hole Mottled soil: (Observed at feet Of depth, Mot present in boring hole Observations and comment: PERCOLATION TEST DATA SIIEET Percolation test readings made by on 7 - 1 3 — s tartins ate Test hole location �► ri ICI Hole number 1 Date bolt was prepare([ Depth of hole bottom / s inches, Diameter of hole---- - L inclics Soil data from test hole: Depth, inches Soil texture e- F /Z - / s- X ee,4- -- J/c re e alm Method of scratching sidevrall Depth of gravel in bottom of hole o� inches ,57 3 e)A.N. Date and hour of initial water filling-2-1 2 — � & Depth of initial water filling 1.7 inches above hole bottom Method used to maintain at least 13 inches of water depth in hole fora( least 4 hours �= T Maximum water depth above hole bottom during Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks i 1 l 3011im ZI F L Percolation rate = 7 G 1 minutes per inch. u PERCOLATION TEST DATA SHEET Percolation test readings made by 1-2PAf 6- P 2 61 /I f. �r�- on_7" 9starting at p.m. ll (J�trl Test hole location— l_ » 1.. ,Hole number Date hole was rc c P P Depth of hole bottom / 4" inches, Diameter of hole-4—inches Soil data from test hole: Depth, inches /L BG•1CK e Gd M QA✓lazes fY-A O y G J f M HWdez' N l DAih Soil texture Method of scratching sidewa!l SG 4 %#' / , A te _ Depth of gravel in bottom of hole inches Date and hour of initial water filling 7 —Q " , Depth of initial water filling- _1_',Q�—inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hoursyJ F )L i Maximum % :cr depth above hole hothm: during tcs inch Time Time interval, minutes Aiec.surement, inches Drop in water level, inches Percolation rate, minutes per inch Rem:u}s � a �o /t o — s = �� 3,30 3� 7 Percolation rate =7 5-- .—minutes l:er inch. Y7 PERCOLATION TEST DATA SH` Percolation test readings made b z� L�—� Jt / > f A e— — / 3- • ; / D Y or _,parting at �; n() m. M y� fJurr) y. Test hole location_ / r el 1 D b 1 Hole number_, Date hole was prcparctt Depth of hole bottom 1 -r inches, Diameter of hole inches Soil data from test hole: Depth, inches '-/Jr opoP0A.-" [ D/ ih Soil texture Method of scratching sidewall_ c"C i? nTC !` Depth of gravel in bottom of holy o1 inches 3..r'rf'iI Date and hour of initial water fillingl-) 2 -0, 1 , Deptli of initial %vater filling_L _inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least d hours_ Maximum water depth above hole bottom during tes Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per incli Remarks ►Z! i� 1 1 cr 4210 SO —5 s 20 ►, 9 — G 3. Percolation rate = 9, 1 _ minutes per inch. J PERCOLATION TEST DATA SIIEET /�n >h�Rr.- a.m� Percolation test readings made by t�n AI /L.�_f� on�� '' starting a k l.m. / �Jur.� Test hole location L L �� Hole number, Date hole was preparcd 7 a — ;✓ 0 Depth of hole bottom 4 r inches, Diameter of hole __inches Soil data from test hole: Depth, inches d''eAcie eoeI- ,1�.�oGc..✓ Soil texture Method of scratching sidewall -S R T r.%;' r '; Depth of gravel in bottom of hole inches JJ0to,/I Date and hour of initial water filling,—Z Depth of initial water filiin- inches above hole bottom Method used to maintain at !cast 12 inches of -.voter depth in hole for at :cast d huurs e /= 1 ! I 1_ l Nlaximum water depth above hole bott,)m during, tcs tl incl`� Time Time interval, minutes \ieasurement, inches Drop in water levcl,inches Percolation rate, minutes per inch Remarks 8 D 7 Ire 6 Xk - 19 1z p .S 1 9 t �- Percolation rate n" i:iu:es per inch. WE PERCOLATION TEST DATA SHEET eu61P n A> h E R 4 7-1,3 - �) .P a. mom✓' Percolation test readings made by • on starting a L�_ I d-) p Test hole location C Z A /i h Hole number, Date hole was prepared 7 — 7 — Depth of hole bottom inches, Diameter of hole_inches Soil data from test hole: Depth, inches 0 — F ,e0z.4rle e ei m - /Z —&A'o riro r e' G.!A, e'.ioc��✓ o Ii h Method of scratching sidewall -S ( R iA Tr. /,+ Soil texture Depth of gravel in bottom of hole- no— inches .3.-?6IP Date and hour of initial water filling,- — 7 ' ^, Depth of initial water tilling 3 inches above hole bottom Method used to maintain at least 12 inches of water depth in hole For at :cast 4 hours It,p ;Maximum water depth above hole bottom during tes r� inch Time Time interval, minutes \leasuremcnt, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 'Ve ' ' ' ' p s- — �- S-• ! 9 c , S, I Percolation rate = .inu'cs per inch. J PERCOLATION TEST DATA SHEET /l Percolation test readings made by (�-'� A /t/ _/_1 �' �� on 7" .0 —9- starting a f nl. ., Test hole location_Al d /� , Hole number —, Date hole was prepared ? / Depth of hole bottom / ,S inches, Diameter of hole inches Soil data from test hole: Depth, inches Q — /2 Bl 4 e"r C eA M 1xG4✓11- e-04r^ Method of scratching sidewall S C R A 1 L 17 t= Soil texture Depth of gravel in bottom of hole __inch '1,3 0 Date and hour of initial water filling 12 — �� Depth of initial water lillint, �-, �—�-,., p inches about hole bottom Method used to maintain at least 12 inches of water depth in hole for at !cast 4 hours Y 3 Maximum water depth above hole bottom during test 'Tinch� Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 2.v 17- > Percolation rate =minutes per inch. J